GroundPenetratingRadarinDamMonitoring ...downloads.hindawi.com/journals/ijge/2011/654194.pdf · shown in Figure 2. In particular, Figure 2 depicts, from top to bottom, Marine-Terraced

Hindawi Publishing CorporationInternational Journal of GeophysicsVolume 2011, Article ID 654194, 9 pagesdoi:10.1155/2011/654194

Research Article

Ground Penetrating Radar in Dam Monitoring:The Test Case of Acerenza (Southern Italy)

A. Loperte,1 M. Bavusi,1 G. Cerverizzo,2 V. Lapenna,1 and F. Soldovieri3

1 Institute of Methodologies for Environmental Analysis (IMAA), CNR Tito Scalo, 85050 Potenza, Italy2 National Irrigation Development and Agrarian Transformation in Puglia, Basilicata and Irpinia (EIPLI), 85100 Potenza, Italy3 Institute for Electromagnetic Sensing of the Environment (IREA), CNR 80124 Napoli, Italy

Correspondence should be addressed to M. Bavusi, [email protected]

Received 15 February 2011; Accepted 20 April 2011

Academic Editor: Erica Utsi

Copyright © 2011 A. Loperte et al. This is an open access article distributed under the Creative Commons Attribution License,which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

Nowadays, dam safety management is gaining great importance since it affects in a crucial way the monitoring and improvementof risky reservoirs, but this topic is very challenging since the dam safety requires long-term and time-continuous monitoring. Inthis framework, the exploitation of conventional geotechnical investigation methods often requires invasive actions in the inner ofthe structure to be investigated (destructiveness) and only provides punctual information for small volumes. On the contrary, theapplication of noninvasive sensing techniques makes it possible to investigate higher volumes without affecting the structure. Inthis paper we describe the application of GPR for the monitoring and diagnostics of one of the largest dams in the Basilicata region(Southern Italy). The investigation aims at detecting and localizing underground sandstone banks that are potential ways of flowof water below the dam. The manageability and the noninvasiveness of GPR have resulted in particularly suitable for this kind ofapplication because the versatility of this geophysical method allows to investigate large areas with a good spatial resolution givingthe possibility to detect the presence of inhomogeneities in the subsoil below the dam.

1. Introduction

Maintenance and monitoring of the critical infrastructuresplay an important role for public safety and preventionand thus it is important to routinely monitor and controlthem [3]. In particular, the exploitation of noninvasivediagnostic techniques is crucial for the monitoring of thecritical infrastructures since they do not affect the normaloperating behaviour of the structure, which is one of themain requirements during the control inspections.

Here, we focus on the problem of the detection, char-acterization, and evaluation of the potential losses of waterthrough a dam, which is an important aspect of civil, hydro-logy, and environmental engineering. In particular, thiscontribution deals with the exploitation of Ground Pene-trating Radar (GPR) technique for monitoring and diagnos-tics of a dam.

In fact, among the possible issues that may affect dams,the presence of voids or fractured zones embedded in thestructure or in its foundation soil represents one of the

most significant problems to be tackled. Voids, lithologicaldiscontinuities, or induced discontinuities, for instance byreparation, are sometimes hard to be identified by visualinspection and can dangerously damage the structure itselfby jeopardizing its stability.

Traditional inspection methods have, in particular, draw-backs; in fact, conventional geotechnical investigation meth-ods applied on the structure often require invasive actions inthe inner of the structure to be investigated (destructiveness)and only provide punctual information for small volumes.

In recent years, nondestructive investigations on buildingand civil infrastructures are increasingly improving [4–7],but, the literature on the applicability of GPR techniques tothe problem of levees and dams is still very limited [3, 8].Determining their state of health in a nondestructive and,possibly, fast way is a critical issue for a number of publicbodies and institutions (e.g., civil protection agencies, riverbasin authorities, etc.).

GPR techniques offer the possibility of quickly inves-tigating large portions of dam interior without the need

2 International Journal of Geophysics

of destructive actions. In particular, the paper deals withthe surveys, which have been carried out at Acerenza dam,through its longitudinal tunnel inspection, in order to locateunderground sandstone layers and banks, potential routes offlow of water below the dam.

These basins create a “complex water system” designedto provide drinking water, irrigation, and industrial use, notonly for the Basilicata region, but also neighbouring regions,in particular Puglia and Calabria.

Therefore, the paper is organised as follows: Section 2presents the hydrological scheme of the Basilicata region;Section 3 deals with the geological background at regionaland local scales; Section 4 deals with the diagnostic require-ments of the Acerenza dam in the framework of local geologyand the GPR survey design. Then, GPR results are presentedand discussed in Section 5; finally, in Section 6, conclusionsare discussed.

2. Hydrological Setup

Basilicata is one of the few regions of Southern Italy that hasa large number of water resources due to the presence of aclose hydrographic network [9].

Its water system is based on five main rivers: the Bradano,the Basento, the Cavone, the Agri, and the Sinni. Theydevelop from northwest to southeast, all flowing into theJonian Sea (Figure 1), and their basins extend over 70% ofthe regional land. The rest of the region is concerned, to thenorth, with the basin of the river Ofanto, which flows into theAdriatic Sea, and, to the south and southeast, with the basinsof the rivers Sele and Noce, both flowing into the TyrrhenianSea. Besides the rivers, there is an extensive network of smallwaterways and numerous springs.

Described hydrogeographic network is regulated andexploited by great hydraulic works such as dams, crosses,spring and groundwater collectors, supply networks anddistribution systems, lifting and water drinkability plants.This infrastructure system was designed and implementedlargely in the 50s and 60s, with the main objective todevelop and enhance agriculture, then considered as thedetermining factor for the socioeconomic emancipation ofregions Basilicata and Puglia.

In the 70s, the system was expanded and integratedthrough the construction of new works in order to satisfy thecivil needs as well as to potentiate the industrial plants.

The system of dams, built on main rivers of Basilicataregion and on their main tributaries, consists of 16 large- andmedium-sized river basins, including:

the basins of San Giuliano, Acerenza, Genzano andBasentello on the Bradano;

Pertusillo and Marsico Nuovo basins on the Agri;

Monte Cutugno basin on the Sinni;

Rendina basin on the Ofanto;

Camastra basin on the Basento.

Table 1: Primary system of water infrastructure in Basilicata region(modified from [9]).

Basilicata257 MCM per year (million meters cubes per

years)40%

Puglia373 MCM per year (million meters cubes per

years)58%

Calabria10 MCM per year (million meters cubes per

years)2%

These basins create a complex water system that isintended to supply drinking water, irrigation, and industrialand hydroelectric power not only to Basilicata itself, butalso to the neighbouring regions, especially to Puglia andCalabria (Table 1).

The system can supply about 5 million inhabitants,100,000 hectares of cultivated land, and hundreds of indus-trial companies including one of the most important Italiansteelworks such as the Ilva in Taranto, which has 14,000employees.

In particular, the reservoir of Acerenza, with a capacity of47 million cubic meters, is part of the water scheme Basento-Bradano, consisting of works of storage (reservoirs and cross)and works of adduction. It is intended for the irrigation ofthe land underlying the dam of commons Acerenza Oppidoand Tolve.

3. Geological Background

The investigated area is located in the northern part of theBradanic trough, which is a narrow Pliocene-Pleistocenesedimentary basin, with a NW-SE direction, placed betweenthe southern Apennines and the Apulian foreland. Thistrough is filled by a thick Pliocene-to-Pleistocene sedi-mentary succession (up to 2-3 km) whose upper part ofLate Pliocene(?)-Late Pleistocene in age, widely outcropsin Southern Italy because of the intense quaternary upliftoccurred in the area [10].

The neotectonic uplift was driven by the arrival atthe subduction hinge of the thick buoyant south adriaticcontinental lithosphere, which caused a lower penetrationrate of the slab and a consequent buckling of the lithosphere[11]. It occurred first in the northern sectors of the troughand after in the southern most ones. Moreover, it was higherin the western edge than in the eastern one, producing then aregional tilting of the geological formations deposited in theBradanic trough [12, 13] towards the Adriatic Sea.

The progressive uplift is testified by the regressive trendof the sediments deposited in this trough from early Pleis-tocene, which are represented by the geological formationshown in Figure 2. In particular, Figure 2 depicts, fromtop to bottom, Marine-Terraced Deposits (regressive depositsconsisting of sands, conglomerates, and silts of Middle-Upper Pleistocene in age, outcropping in the southern parts),formations of Sabbie di Monte Marano and Conglomerato diIrsina (sands and conglomerates of Early-Middle Pleistocenein age outcropping in the northernmost and central sectors),

International Journal of Geophysics 3

Genzano

Potenza

Campania

Matera

Calabria

10 0 30

Basento

Ionian

BasinCrossRiver

Tyrrhenian

Bradano

Cavone

Sinni

Agri

Monte otugno

Gannano

S. Giuliano

Pertusillo

Pantano

Acerenza

Camastra

Trivigno

Sauro

Agri

Basilicata region

TraverseS. Venere

Abane Alonia

Puglia

Cross

Sea

Sea

(km)

Cross

Cross

River

River

River

Dam

Dam

Dam

DamDam

Dam

Dam

River

Adductor for multiple utilityAdductor for public utilityAdductor for irrigation

River

C

Figure 1: Primary system of water infrastructure in Basilicata region (modified from [9]).

Gargano

Foggia

Bari

0 50

12345

Foredeep

Adriatic

Taranto

(km)

Sea

Gulf

Apulian Foreland

(Bradano Trough)

Southern Apennines

Figure 2: Schematic representation of the Southern Italy structural domains. Legend: (1) outcropping buried thrusts front; (2) chaindomain; (3) foredeep deposits; (4) calcareous foreland domain; (5) outer thrust-belt front and piggy-back basins (modified from [1]).


200 km

N

Stratigraphic boundaryCertain and alleged normal fault

Certain thrust

Alleged thrust

ranscurrent faultT

Symbols

MTC

PAA

FYN

FYR

Numidian ysch (Burdigalian)

MTC

FYN

FYR

Numidian ysch (Burdigalian)

FAE

Daunia tectonic unit

N

0 1

(km)

Flysch rosso(Late Cretacicus-Aquitanian)

Flysch rosso(Late Cretacicus-Aquitanian)

Faeto ysch(Late Burdigalian-Tortonian)

Toppo Capuana marly-clayey(Late Serravalian-Tortonian)

San hirico tectonic unit

Toppo Capuana marly-clayey(Late Serravallian-Tortonian)

Scale 1:50.000

C

Fl Fl

FlSerra Palazzo fm(Late urdigalian-tortonian)B

Figure 3: Geologic Map and section of the Lucanian Apennines between Acerenza and Oppido Lucano (Basilicata—Italy) (modified from[2]).

and Argille subappenine (silty-clayey successions of LatePliocene-Middle Pleistocene in age, widely outcropping)[1].

The frontal sector of the Lucanian Apennines betweenAcerenza and Oppido Lucano localities (Potenza) in Basil-icata (Southern Italy) is mainly characterized by two Cre-taceous to Tortonian tectonostratigraphic units representedfrom west to east by San Chirico and Daunia tectonic units;these units are unconformably overlaid by Pliocene thrust-top basin deposits (Figure 3).

The San Chirico tectonic unit consists of the followingformations: Flysch Rosso (Late Cretaceous-Aquitanian), Fly-sch Numidico (Burdigalian), Serra Palazzo (Late Burdigalian-Tortonian p.p.), and Marne Argillose del Toppo Capuana (LateSerravallian-Tortonian).

The Daunia tectonic unit consists of a sedimentarysuccession having the same previous lithostratigraphic unitswith the exception of the formation of Flysch di Faeto (LateBurdigalian-Tortonian p.p.) that replaces the formation ofSerra Palazzo [2].


PPA

P1PE20 Electric piezometersPiezometers with transducturePiezometersAssestimeters

PiezoinclinometerIntercalation mappedDrainGPR scanning

GPRSurveyLine

Sandstone

Layers

Foundation marly soil

Vegetal soil

LongitudinalInspection tunnel

Inspection tunnel

(a)

(b) (c)

Figure 4: Map (a) and cross-section (b) of the zoned-earth Acerenza dam; (c) sandstone layers outcropping after the dam buildingexcavations.

4. Diagnostic Requirements and Survey Design

The Acerenza dam is a zoned-earth embankment dam builton the Bradano river (Figures 1(a) and 1(b)). During itsbuilding works (1973–1986), several subvertical sandstonebanks and layers belonging to the Serra Palazzo formationdirected 60◦–70◦ N in the north-eastern sector of the foun-dation soil were detected (Figure 1(c)).

Such layers were suspected to be permeable and possiblecause of erosion of the dam foundation soil and core. In fact,they were described by the technicians involved in excavationwork as strongly fractured and saturated.

Therefore, specific works were designed and carried outin order to waterproof the head of discovered layers, whilea series of coring was performed in order to detect otherpossible arenaceous intercalations. Finally, a piezometricnetwork was installed downstream of the dam in order todetect possible losses.

Such works revealed some inaccuracies in the localizationof the permeable layers. Despite of the above said difficulties,the building of the dam continued, but the Italian Dams

Office has imposed a strong limitation on the amount ofwater that the dam can hold, by limiting the fill quote to432 m above the level sea from the initial level establishedat 454.50 m. In order to restore the capacity of the dam toits initial volume, an hydraulic monitoring of the foundationsoil was required. In the subsequent years, some piezometerswere installed in the foundation soil through the inspectiontunnel both in the marly and in the sandstone layers,but without the certainty of placing a piezometer in eachpermeable layer.

This strong limitation persists untill now, since thepresence and the exact position of all possible permeablelayers in the dam foundation soil are not perfectly known.

Therefore, GPR investigation was requested with the aimof achieving a detailed mapping of permeable layers. Inparticular, a GPR profile 180 m long has been carried outin the northeastern part of the inspection tunnel by usinga 400 MHz central frequency antenna in combination with aGSSI SIR 3000 control unit (Figures 4(a) and 5(a)).

The narrow catwalk allowed to perform just a 2D profilewithout odometer (Figure 5(b)). Then, the survey line has


0.5 1.4 0.5 0.2

1ø 14/30

L = 11.9− n

0.4

2.1

r =0.6

n = 21ø14L = 11.9

n12ø14L = 11.9

30.

2

0.1 0.80.30.6

0.6

0.30.8 0.1

2.8

0.75

2

12

1

2

6

8

7 3

9

10

1113

4 5 1

0.85

35

n39ø14

(a) (b)

Figure 5: Detail of the longitudinal inspection tunnel: (a) cross-section and (b) picture.

been split in several adjoining profiles 20 m long, in order tolimit possible marker mispositioning.

During the survey, the position of the existing piezometeralong the GPR profile, revealing the position of yet identifiedsandstone layers, has been annotated in order to check theirradar response.

5. Data Processing and Discussion

All radargrams, having a range of 65 ns, have been processedaccording to the following steps:

(i) trace removal for removing initial and final tracesof the radargram gathered when the antenna isstanding,

(ii) marker interpolation for equalizing the number oftraces between markers imputed each meter duringthe acquisition,

(iii) dewow, necessary to remove low frequency system-dependent noise,

(iv) fk-filter, an advanced bandpass filter acting in afrequency-wavenumber domain,

(v) migration, for improving section resolution andprovide more realistic images.

The velocity analysis, carried out by using the hyperbolamethod, provided an average velocity of 0.1 m/ns.

Figure 6 shows all processed radargrams with the pro-jection of sandstone layers detected during the dam buildingworks (grey arrows and lowercase letters), novel sandstonelayer detected on the basis of the GPR interpretation

(black arrows with capital letters), and the positions of thepiezometers (bold grey arrows and “Pn” symbol).

Reflectors related to the reinforced concrete structureof the catwalk and inspection tunnel are present in allradargrams. They are highlighted just in the radargram no.1 of Figure 5. In particular, between 0.0 m and 0.4 m ofdepth, several reflectors can be related to the structure ofthe catwalk. Between 0.4 m and 0.8 m, other reflectors canbe related to the reinforced concrete structure of the tunnel.Finally, between 0.8 m and 1.0 m reflectors can be related toa thin reinforced concrete plate. Then, geological structuresare visible below 1 m depth.

By comparing the sandstone layer positions projectedbelow the inspection tunnel with those derived from theradargram interpretation, it is possible to note that notalways they coincide. Moreover, piezometers encountered onthe antenna path are perfectly recognizable in the radar-grams, and their positions, previously annotated, are per-fectly overlapping with their anomaly. Table 2 reports thecomparison between the positions of the sandstone layerderived from the projection of direct data with those derivedfrom the radargram interpretation. The table reports thepiezometer positions too.

At first glance, GPR allows to detect more sandstonelayers than the previous studies detecting just seven zonesinterested by arenaceous inclusions, mainly concentratedbetween 20 m and 40 m. Instead, the GPR survey allowedto detect around twenty sandstone layers present along allthe antenna path. In particular, between 0 m 20 m threelayers have been detected by the GPR against no layerspreviously known. No piezometers have been installed in thisarea.


0

10

20

30

40

50

60

Tim

e(n

s)

Dep

th(m

)atV=

0.1

m/n

s0

1

2

3

Distance (m)

0 2 4 6 8 10 12 14 16 18 20A B C

(a)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

a b D20 22 24 26 28 30 32 34 36 38 40

c

(b)

0

10

20

30

40

50

60

Tim

e(n

s)

Dep

th(m

)atV=

0.1

m/n

s0

1

2

3

Distance (m)

40 42 44 46 48 50 52 54 56 58 60d E eP1 P2 P3

(c)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

60 62 64 66 68 70 72 74 76 78 80P4 P5 P6

F f g

(d)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

80 82 84 86 88 90 92 94 96 98 100

(e)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

100 102 104 106 108 110 112 114 116 118 120G H I

(f)

0

10

20

30

40

50

60

Tim

e(n

s)

Dep

th(m

)atV=

0.1

m/n

s0

1

2

3

Distance (m)

120 122 124 126 128 130 132 134 136 138 140

(g)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

140 142 144 146 148 150 152 154 156 158 160J K L M

(h)

0

10

20

30

40

50

60

Tim

e(n

s)

Dep

th(m

)atV=

0.1

m/n

s0

1

2

3

Distance (m)

160 162 164 166 168 170 172 174 176 178 180N O

(i)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

180 182 184 186 188 190 192 194 196 198 200P Q R

(j)

Figure 6: Continued.


0

10

20

30

40

50

60

Tim

e(n

s)

Dep

th(m

)atV=

0.1

m/n

s0

1

2

3

Distance (m)

200 202 204 206 208 210 212 214 216 218 220S T

(k)

0

10

20

30

40

50

60

Dep

th(m

)atV=

0.1

m/n

s

Tim

e(n

s)

0

1

2

3

Distance (m)

220 222 224 226 228U V

(l)

Figure 6: Processed radargrams covering the northeastern part of the inspection tunnel.

Table 2: Positions of the sandstone layers derived from the dam building excavations and from the GPR survey compared with position ofthe piezometers.

Sandstone layersprojectedpositions

Start (m) End (m)Sandstone layer

positions derivedfrom GPR

Start (m) End (m) Piezometer Position (m)

A 2.4 2.6

B 4.4 6.1

C 11.5 20.0

a 20.3 20.8

b 22.1 22.3 D 20.0 40.0

c 29.5 40.0

d 42.1 47.0 P1 55.90

E 40.0 60.0 P2 57.80

e 53.0 60.0 P3 59.65

f 65.2 66.4 F 60 65.6

g 72.0 73.6 P4 72.35

P5 74.55

P6 76.30

G 100.4 104.7

H 106.0 108.4

I 113.2 114.7

J 141.7 144.3

K 149.1 160.8

L 153.3 155.2

M 156.5 158.7

N 161.9 168.9

O 177.3 178.0

P 185.5 186.5

Q 189.0 191.8

R 197.2 198.2

S 209.5 210.4

T 217.2 218.3

U 221.7 222.5

V 227.5 228.3


The zone between 20 m and 65 m has been interpretedas potentially rich in sandstone layer in agreement withprevious studies. However, spatial resolution available in theband frequency used does not allow to distinguish each layer.However, piezometers P1, P2, and P3 installed in this areacertainly indicate sandstone layers.

In the following part of the radargram some differencescan be noted. In fact, previous studies report just the layer(g) where the piezometer P4 has been installed. Moreover,GPR survey confirmed that piezometers P5 and P6 havebeen installed outside any sandstone layer, in the marly soil.Finally, GPR survey gives its main contribution further on100 m to the end of the antenna path where twelve zoneshosting sandstone layers can be inferred by the radargraminterpretation.

6. Conclusions

In this paper, we described a 2D GPR survey carried outat Acerenza dam in attempt to detect all possible fracturedsandstone layers under the embankment, potential way ofwater loss, and consequent damage for the structure.

The GPR techniques, carried out in the northerneast partof the inspection tunnel, revealed very useful in the handledcase, since it allowed to confirm the presence of previouslyknown sandstone layers and to detect further ones. In fact,along a big section of the surveyed inspection tunnel severalunknown sandstone layers have been detected. Moreover,by comparing sandstone layer positions with piezometersones, it is possible to select more suitable holes for hydraulictests and plan further corings. This experience demonstratesthat the GPR can be a useful tool for dams’ nonintrusivediagnostic encouraging its use for other typologies ofdefects affecting the dams such as: waterproof layer fracturesand detachment and concentrated water infiltration zones.Main encountered limitation is that not always the spatialresolution has been adequate to resolve each sandstone layer,so that just large sections potentially hosting searched layerhave been detected. A possible solution in order to overcomethis limitation could be the use of novel data processingapproach such as tomographic approaches.

Acknowledgment

The research leading to these results has received fund-ing from the European Community’s Seventh FrameworkProgramme (FP7/2007-2013) under Grant Agreement n◦

225663 Joint Call FP7-ICT-SEC-2007-1.

References

[1] M. Lazzari, “Tectonic and sedimentary behaviour of theBradanic Foredeep basin during Early Pleistocene,” Memoriedescrizione Carta Geologica d’Italia, vol. 77, pp. 61–76, 2008.

[2] M. Labriola, V. Onofrio, S. Gallicchio, and M. Tropeano,“Stratigraphic and structural features of the frontal sectorof the Lucanian Apennines between Acerenza and OppidoLucano (Potenza, Basilicata),” Memorie descrizione CartaGeologica d’Italia, vol. 77, pp. 111–118, 12008.

[3] M. Di Prinzio, M. Bittelli, A. Castellarin, and P. R. Pisa, “Appli-cation of GPR to the monitoring of river embankments,”Journal of Applied Geophysics, vol. 71, no. 2-3, pp. 53–61, 2010.

[4] J. Hugenschmidt and R. Mastrangelo, “GPR inspection ofconcrete bridges,” Cement and Concrete Composites, vol. 28,no. 4, pp. 384–392, 2006.

[5] V. Lapenna, M. Bavusi, A. Loperte, F. Soldovieri, and C.Moroni, “Ground Penetrating Radar and Microwave Tomog-raphy for high resolution post-earthquake damage assessmentof a public building in L’Aquila City (Abruzzo Region, Italy),”in Proceedings of the AGU Fall Meeting, San Francisco, Calif,USA, December 2009.

[6] M. Bavusi, F. Soldovieri, S. Piscitelli, A. Loperte, F. Vallianatos,and P. Soupios, “Ground-penetrating radar and microwavetomography to evaluate the crack and joint geometry inhistorical buildings: some examples from Chania, Crete,Greece,” Near Surface Geophysics, vol. 8, pp. 377–387, 2010.

[7] J. Hugenschmidt, A. Kalogeropoulos, F. Soldovieri, and G.Prisco, “Processing strategies for high-resolution GPR con-crete inspections,” NDT and E International, vol. 43, no. 4, pp.334–342, 2010.

[8] X. Xu, Q. Zeng, D. Li, J. Wu, X. Wu, and J. Shen, “GPRdetection of several common subsurface Coids inside dikesand dams,” Engineering Geology, vol. 111, no. 1–4, pp. 31–42,2010.

[9] M. Vita, M. Gerardi, and G. Lo Vecchio, “La gestione dellarisorsa idrica in Basilicata,” Geologia Territorio e Ambiente, vol.16, pp. 10–16, 2010.

[10] N. Ciaranfi, M. Maggiore, P. Pieri, L. Rapisardi, G. Ricchetti,and N. Walsh, “Considerazioni sulla neotettonica della Fossabradanica,” Progetto Finalizzato Geodinamica del CNR, vol.251, pp. 73–95, 1979.

[11] C. Doglioni, M. Tropeano, F. Mongelli, and P. Pieri, “Middle-Late Pleistocene uplift of Puglia: an “anomaly” in the Apen-ninic foreland,” Memorie Societa Geologica Italiana, vol. 52, pp.457–468, 1996.

[12] N. Ciaranfi, F. Ghisetti, M. Guida et al., “Carta Neotettonicadell’Italia meridionale,” Progetto Finalizzato Geodinamica delCNR, no. 515, 1983.

[13] M. Tropeano, L. Sabato, and P. Pieri, “Filling and cannibal-ization of a foredeep: the Bradanic Trough, southern Italy,” inSediment Flux to Basins: Causes, Controls and Consequences, S.J. Jones and L. E. Frostick, Eds., vol. 191, pp. 55–79, GeologicalSociety of London, Special Pubblications, London, UK, 2002.

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GroundPenetratingRadarinDamMonitoring ...downloads.hindawi.com/journals/ijge/2011/654194.pdf · shown in Figure 2. In particular, Figure 2 depicts, from top to bottom, Marine-Terraced